pile cap design
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Design of pilecap to BS8110 Pile cap (2 pile group) design by bending theory to BS 8110 Part 1 4.11.1991 Pile spacing from center to center should not exceed 3 times the pile diameter and BS 8110 Part 1 clause 3.11.4 should applied Project : 28/03/02 Pilecap : 2P-350 Column ultimate axial load = 5364 KN Total number of piles = 2 No. Pile ultimate axial load = 2682 kN/pile 1 Pile cap geometry Pile size, d = 350 mm X Pile spacing, s = 3.00 x d | Outstand, bo = 150 mm Pile cap length D = 1700 mm + ----- ------ -----+ --- Pile cap breadth B = 1100 mm | bo | ^ Pile cap depth H = 800 mm | ### ### | B Pile cap weight w = 35.9 KN | ### ### | | Column length d = 600 mm | | v Column breadth b = 800 mm + ----- ------ -----+ --- Bottom cover = 125 mm |<-------- D ------->| Side cover = 75 mm | 2 Pile cap material X Concrete strength fcu = 35 N/mm2 Steel strength fy = 460 N/mm2 3 Reinforcement design X direction Pile center to pile cap center distance = 525 mm Pile center to column face distance = 225 mm Bar diameter = 25 mm Ultimate design moment Mx = 603.5 kNm Eff. depth dx = 662.5 mm K = 0.0357 Lever arm zx = 629.4 mm Reinforcement required Reinforcement provided As req = 2396 mm2 As prov = 3927 mm2 No. of bar = 5 No. No. of bar = 8 No. O.K. Bar spacing = 203 mm Bar spacing = 116 mm O.K Max spacing = 293 mm 100As/bd = 0.54
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pile cap design
Transcript of pile cap design
Design of pilecap to BS8110
Pile cap (2 pile group) design by bending theory to BS 8110 Part 1 4.11.1991
Pile spacing from center to center should not exceed 3 times the pilediameter and BS 8110 Part 1 clause 3.11.4 should applied
Project : 28/03/02Pilecap : 2P-350
Column ultimate axial load = 5364 KNTotal number of piles = 2 No.Pile ultimate axial load = 2682 kN/pile
1 Pile cap geometry
Pile size, d = 350 mm XPile spacing, s = 3.00 x d |Outstand, bo = 150 mmPile cap length D = 1700 mm + ----- ------ -----+ ---Pile cap breadth B = 1100 mm | bo | ^Pile cap depth H = 800 mm | ### ### | BPile cap weight w = 35.9 KN | ### ### | |Column length d = 600 mm | | vColumn breadth b = 800 mm + ----- ------ -----+ ---Bottom cover = 125 mm |<-------- D ------->|Side cover = 75 mm
|2 Pile cap material X
Concrete strength fcu = 35 N/mm2Steel strength fy = 460 N/mm2
3 Reinforcement design
X direction
Pile center to pile cap center distance = 525 mmPile center to column face distance = 225 mmBar diameter = 25 mm
Ultimate design moment Mx = 603.5 kNm Eff. depth dx = 662.5 mm
K = 0.0357 Lever arm zx = 629.4 mm
Reinforcement required Reinforcement provided As req = 2396 mm2 As prov = 3927 mm2 No. of bar = 5 No. No. of bar = 8 No. O.K. Bar spacing = 203 mm Bar spacing = 116 mm O.K
Max spacing = 293 mm100As/bd = 0.54
Design of pilecap to BS8110
Y direction
Bar diameter = 25 mmEff. depth d = 637.5 mm
Reinforcement required Reinforcement provided As req = 1768 mm2 As prov = 1963 mm2 No of bar = 4 No. No of bar = 4 No Bar spacing = 470 mm Bar spacing = 470 mm
100As/bd = 0.18
4 Normal shear
X direction
Vx = 2682.0 kNvx = 3.68 N/mm2vc = 0.58 N/mm2 Shear resistance = 3311.4 KN O.K.av = 120 mmEnhanced shear = 4.73 N/mm2 Normal shear O.K.
5 Punching shear
Allowable punching shear = 4.73 N/mm2Perimeter of column = 2200 mmPunching shear stress = 3.68 N/mm2 Punching shear O.K.
6 Bar anchorage
fbu = 2.96 N/mm2 (deformed bar type 2)
X direction
Anchorage length required = 516 mmAnchorage length available = 816 mm Anchorage O.K.
Design of pilecap to BS8110
6 Summary
|<------- 1700 mm --- ----->|+----------------------------+ ---| | ^ | ^|<----+----------------|---->| || | | | 1100 mm|-----|----------------+-----| || | v | v+----------------------------+ ---
Column | |Depth = 600 mm -----> | |<---Breadth = 800 mm | |
| |+--------+----------+--------+ ---| | ^|| || ||| || 800 mm|| || |||_+___+___+___+___+___+___+|| v+----------------------------+ --- | | | |
325.0 mm -----> | |<---------------->| 1050 mm
2 nos. of 350 mm square R.C. pile
![[04899] - Design of Pile & Pile-Cap](https://static.fdocuments.us/doc/165x107/5695d3331a28ab9b029d273d/04899-design-of-pile-pile-cap.jpg)
